HomeMy WebLinkAboutTIA_Moody Townhomes_Rexburg, IDRexburg, ID | Moody Townhomes
Traffic Impact Analysis
Prepared for:
Utah Development Group
10808 S. River Front Parkway, Suite 300
South Jordan, UT 84095
801-641-8956
Prepared by:
Hunt Day
3445 Antelope Drive St 200
Syracuse, UT 84075
801.664.4724
Thomas Hunt, PE
3/24/2026
March 24, 2026
City of Rexburg, ID
Kacey Ramsauer
35 N 1st East
Rexburg, ID 83440
208-372-2167
RE: Moody Townhomes – Rexburg, ID – Traffic Impact Analysis
The proposed Moody Townhomes development is located at N 5th West & Moody Road in Rexburg, ID.
The main access into the development is from the Moody Rd (2000 North) and 2nd East intersection. The
Moody Townhome development will consist of 137 townhome units and will be completed in one single
phase. It is estimated that the development will be open by late 2027.
A full traffic impact analysis at the Moody Rd/2nd East intersection has been performed to determine if
any improvements and/or mitigation measures are needed due to the impact of this development. This
analysis also discusses if any improvements are needed to Moody Road.
To perform this report, manual traffic counts were obtained on multiple days during the AM and PM
peak hours on multiple days in February 2026. The highest peak traffic counts during the field
observations were used in this study to determine how the existing intersection and accesses currently
function; this includes the AM and PM peak hours. With this information, we can project the trip
distribution from this development to determine the impact this project has on traffic.
It is my professional opinion that upon completion of this project, it will not significantly alter the
existing traffic patterns and should be permitted per the traffic data and improvements contained within
this report.
If you have any questions, or if we can be of further assistance, please let us know.
Regards,
Thomas Hunt
Principal Engineer & Planner
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
3
ITEM PAGE
NAME FIGURE
Introduction and Summary 4
Principal Findings & Conclusion
Proposed Development
4
5
Study Area Conditions 5
Analysis of Existing Conditions
Proposed Traffic (2027)
Results (2027)
8
13
16
Conclusion & Recommendations 17
Vicinity Map
Study Area
1
2
Trip Distribution 3
Existing Peak Hours Traffic Volumes 4, 5
Proposed Traffic Volumes (2027)
6, 7
Table of Contents – Moody Townhomes
Rexburg, ID
List of Figures –Moody Townhomes
Rexburg, ID
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
4
Introduction and Summary
The proposed Moody Townhomes development is located at N 5th West & Moody Road in
Rexburg, ID. The main access into the development is from the Moody Rd (2000 North) and 2nd
East intersection. The Moody Townhome development will consist of 137 townhome units and
will be completed in one single phase. It is estimated that the development will be open by late
2027.
The purpose of this study is to complete a Category A IDT Traffic Impact Analysis by:
- Assess the existing traffic flow and Level of Service in the AM and PM Peak hours
- Distribute the new trip generation from the project and determine the roadway’s level
of service.
- Project the traffic to the end of the build out year (2027) on the accesses and
surrounding developments to determine the roadway’s level of service.
- Determine if any mitigation measures may be needed.
Principal Findings & Conclusion
Existing 2026 Traffic Conditions:
• Moody Rd/2000 North (signalized) functions at a Level of Service B during both peak
hours.
Proposed 2027 Traffic Conditions:
• Single-Family Attached Housing (ITE-215): Single Family Attached Housing with 137
townhome units generates 19/56 AM trips and 52/32 PM trips entering/exiting during the
peak hours using ITE Trip Generation Manual, 11th edition.
• All existing and proposed intersections/accesses will function at an acceptable level of
service in both peak hours with a slight increase in delay with the new development. An
overall Level of Service remains a B during both peak hours.
Recommendations
Our principal findings from our traffic impact analysis have determined that during the AM and
PM peak hours, all studied intersections and accesses operate at an acceptable Level of Service
and should be permitted with the required recommendation stated below.
Along the frontage of the proposed project, the street should be improved and widened to meet
the city public street cross section. This will allow for proper turn movements in/out of the site.
Proposed Development
The proposed Moody Townhomes development is located at N 5th West & Moody Road in
Rexburg, ID. The main access into the development is from the Moody Rd (2000 North) and 2nd
East intersection. The Moody Townhome development will consist of 137 townhome units.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
5
Study Area Conditions
This development will generate a maximum of 84 trips during the Peak hour, resulting in a
‘small’ grouping, requiring:
• The first intersection plus all intersection and access points within 0.25 miles of a
property line of the site.
Based upon the above criteria, the study areas are:
• Moody Rd / 2nd East intersection (signalized)
This report addresses the impacts based on Level of Service (LOS) values calculated by delay.
A Vicinity Map has been provided in Figure #1 that shows this location, and a Study Area
exhibit has been provided in Figure #2 is a Trip Distribution Map for the proposed development.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
6
Figure #1 Vicinity Map
Moody Road & 2nd East | Rexburg, ID
Project
Site
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
7
Figure #2 Trip Distribution Map
Moody Rd and 2nd East | Rexburg, ID
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
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Analysis of Existing Conditions
Physical Characteristics
Moody Rd / 2nd East is a signalized four-way stop-controlled intersection. Moody Road is stop
controlled with stop signs. W. Frontage Road has a dedicated left turn lane, dedicated thru lane
and dedicated right turn lane in both directions and has a speed limit of 25 mph. I-84 Business
Loop southbound has a dedicated left turn lane, two dedicated thru lanes, and a dedicated right
turn lane. Northbound has a dedicated left turn lane, a dedicated thru lane, and a dedicated right
turn lane. The posted speed limit is 45 mph.
The roadway intersection geometrics, turn lanes, driveways, traffic control devices, stop signs
etc. are shown in Figures below.
Level of Service Analysis
For this traffic impact study, the LOS was determined by calculating the average delay time per
vehicle in seconds using Synchro 11. Each LOS is associated with a designated range of delay
times in seconds per vehicle. Table 1 (below) is used to determine the LOS for a signalized
intersection based on the delay in seconds per vehicle. Table 2 (below) is used to determine the
LOS for an unsignalized intersection based on the delay in seconds per vehicle. According to the
Highway Capacity Manual, most facilities are designed for a service flow rate at LOS D or better
to ensure acceptable operating conditions to users.
Table 1 - Signalized Intersections Level of Service
Table 2 - Unsignalized Intersections Level of Service
LOS Intersection Delay per
Vehicle (sec/veh)
General Description
A ≤ 10 Free Flow
B > 10 - 20 Stable Flow (slight delays)
C > 20 - 35 Stable Flow (acceptable delays)
D > 35 - 55 Approaching unstable (tolerable delay)
E > 55 - 80 Unstable Flow (intolerable delay)
F > 80 Forced Flow (congested and failure)
LOS Intersection Delay per
Vehicle (sec/veh)
General Description
A ≤ 10 Free Flow
B > 10 - 15 Stable Flow (slight delays)
C > 15 - 25 Stable Flow (acceptable delays)
D > 25 - 35 Approaching unstable (tolerable delay)
E > 35 - 50 Unstable Flow (intolerable delay)
F > 50 Forced Flow (congested and failure)
Source: Highway Capacity Manual (HCM) 2022.
Source: Highway Capacity Manual (HCM) 2022.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
9
Existing Traffic Volumes
Data collection was obtained in accordance with the latest edition of the Institute of
Transportation Engineers “Manual of Transportation Engineering Studies”.
Traffic counts were obtained in 15-minute increments to determine if any atypical PHF exists –
none were determined. Daily AM and PM peak hour traffic volumes were obtained at all turning
movements at the studied intersection and accesses were obtained. These existing traffic volumes
can be found in Figures 4 and 5 below.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
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Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
11
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Moody Townhomes. | Rexburg, ID
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Existing Study Area Level of Service
The existing intersection was analyzed using Synchro 11. The results, indicating the current level
of service, are shown in Table 3 and the appendix.
Table 3 – Existing Level of Service for Study Area
Summary of Existing Conditions
Based upon the existing traffic conditions in the AM and PM peak hours, Level of Service at all
studied intersections and accesses perform at an acceptable level of service. The main direction
of traffic (North and South) has a Level of Service B, while the minor traffic (East and West) has
a Level of Service D. The overall Level of Service for the intersection is a B. For a detailed
report and individual lane LOS’s, the results of the study can be found in the Appendix.
Other required Data & Analysis
No crashes were observed while obtaining traffic counts. Based on the crash data from ITD,
there have been 7 minor accidents since 2018. This results in approximately 1 accident/year. It
is not anticipated that the proposed development will create an increase in accidents at the
intersection.
Intersection
Approach Existing AM Existing PM
Delay LOS Delay LOS
2nd East / Moody Road
EBL 36.6 D 36.8 D
EBT/R 40.2 D 40.4 D
WBL 48.4 D 52.9 D
WBT/R 50.0 D 53.2 D
NBL 10.4 B 14.0 B
NBT 12.3 B 12.0 B
NBR 12.4 B 12.1 B
SBL 33.8 C 33.4 C
SBT 8.8 A 10.4 B
SBR 7.0 A 7.1 A
Source: Delay times and LOS determined using Synchro 11.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
13
Proposed Traffic
Trip Generation
The number of new trips generated for the proposed development was determined using trip
generation figures obtained from ITE Trip Generation Manual 11th Edition.
The number of new trips generated for the proposed Single Family Attached housing with 137
residential units was determined using trip generation figures obtained from ITE Trip Generation
Manual 11th Edition for that specific use (ITE Land Use Code 215).
The calculations for this can be found in the Appendix. These results can be seen in Table 4
below.
Table 4 – Project Trip Generation
The proposed new trips were added to the traffic represented opening day of this project based
upon the trip distribution found in Figure 3 above and the Project Trip Generation found in Table
4 above. The proposed combined vehicle movements are shown in Figure 6 and 7 below.
Land Use
Weekday Trips
Entering
Weekday
Trips Exiting
AM Trips
Entering
AM Trips
Exiting
PM Trips
Entering
PM Trips
Exiting
Single Family Attached (215) 497 496 19 56 52 32
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Moody Townhomes. | Rexburg, ID
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Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
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Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
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Results
Based on current conditions, combined with the generated traffic flows from the proposed
development, we have prepared a study of the studied intersection and new accesses. The results
of the study are shown in Table 5 below.
Table 5 – Proposed (2027) Level of Service for Study Area
Summary of Proposed Development (2027)
Based upon the proposed traffic conditions in the AM and PM peak hours, the overall Level of
Service at all studied intersections and accesses perform at an acceptable level of service with a
slight increase in delay from current conditions. The main direction of traffic (North and South)
has a Level of Service B, while the minor traffic (East and West) has a Level of Service D. The
overall Level of Service for the intersection is a B. For a detailed report and individual lane
LOS’s, the results of the study can be found in the Appendix.
Intersection
Approach Existing AM Existing PM Proposed AM Proposed PM
Delay LOS Delay LOS Delay LOS Delay LOS
2nd East / Moody
Road
EBL 36.6 D 36.8 D 37.5 D 35.6 D
EBT/R 40.2 D 40.4 D 42.4 D 40.7 D
WBL 48.4 D 52.9 D 53.3 D 46.3 D
WBT/R 50.0 D 53.2 D 50.5 D 49.1 D
NBL 10.4 B 14.0 B 10.7 B 15.9 B
NBT 12.3 B 12.0 B 12.3 B 12.6 B
NBR 12.4 B 12.1 B 12.4 B 12.7 B
SBL 33.8 C 33.4 C 33.8 C 35.4 D
SBT 8.8 A 10.4 B 8.8 A 10.8 B
SBR 7.0 A 7.1 A 7.1 A 7.4 A
Source: Delay times and LOS determined using Synchro 11.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
17
Conclusion
The proposed Moody Townhomes development is located at N 5th West & Moody Road in
Rexburg, ID. The main access into the development is from the Moody Rd (2000 North) and 2nd
East intersection. The Moody Townhome development will consist of 137 townhome units and
will be completed in one single phase. It is estimated that the development will be open by late
2027.
After a full analysis of these roadways, intersections, accesses and this proposed development,
the overall Level of Service in the AM and PM peak hours at all studied intersections and
accesses will perform at an acceptable level of service with only a slight increase of delay from
existing conditions. Based upon the traffic analysis, the proposed development will not require
any mitigation measures to the roadway infrastructure.
Recommendations
The mitigation measures for the proposed development should be to widen Moody Road to the
full right of way widths along their frontage. This will allow the proper turning movements at
the accesses into the development.
No other mitigation measures are required per the information found in this report.
Traffic Impact Analysis
Moody Townhomes. | Rexburg, ID
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Appendix
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39 40 59 60 61 64 65 66
N0°17'01"W 16.73'
R=8474.37' L=215.42'
Δ=1°27'23"
CH=N53°12'12"E 215.41'
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REV.DESCRIPTION BYDATE
Designed:
Date:
Drawn:
Proj. No.
PROJECT INFORMATION
10 / 10 / 2025
186 - 01
VERIFY SCALES
BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS SHEET,
ADJUST SCALES ACCORDINGLY
1"
PROJECT TITLE
SHEET NO.
SHEET TITLE
Approved:T. HUNTN 5TH WEST & MOODY ROAD
REXBURG, MADISON COUNTY, ID
0"
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MOODY TOWNHOMES
LOCATED IN THE SOUTHWEST QUART OF SECTION 7,
TOWNSHIP 6 NORTH, RANGE 40 EAST, BOISE MERIDIAN
T. PRIDEMORE
T. HUNT
3445 ANTELOPE DRIVE, ST 200
SYRACUSE, UT 84075
PH: 801.664.4724
EM: THOMAS@HUNTDAY.CO
HUNT DAY
E N G I N E E R I N G
VICINITY MAP
W
N
E
S
Scale: 1" = 60'
60 0 60 120 180
SITUATED IN THE STATE OF IDAHO, COUNTY OF MADISON, BEING PART OF
SECTION 7, TOWNSHIP 6 NORTH, RANGE 40 EAST, OF B.M., BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A BRASS CAP FOUND MARKING THE SOUTH WEST CORNER OF SAID
SECTION 7, SAID POINT BEING THE POINT OF BEGINNING;
THENCE NORTH 00°17'01" WEST, A DISTANCE OF 56.23 FEET TO A REBAR WITH A
PLASTIC CAP SET, STAMPED "PLS 13856";
THENCE ALONG A NON TANGENT CURVE TO THE RIGHT, HAVING A DELTA ANGLE
01°27'23", A RADIUS OF 8,474.37 FEET, AN ARC LENGTH OF 215.42 FEET, WITH A
CHORD BEARING OF NORTH 53°12'12" EAST, AND A CHORD LENGTH OF 215.41
FEET;
THENCE NORTH 53°55'53" EAST, A DISTANCE OF 1,458.26 FEET TO A REBAR WITH
A PLASTIC CAP FOUND, STAMPED "PLS 13856";
THENCE SOUTH 00°00'08" EAST, A DISTANCE OF 75.40 FEET TO A REBAR WITH A
PLASTIC CAP SET, STAMPED "PLS 13856";
THENCE SOUTH 53°59'37" WEST, A DISTANCE OF 334.54 FEET TO A REBAR WITH
A PLASTIC CAP SET, STAMPED "PLS 13856";
THENCE SOUTH 00°25'29" EAST, A DISTANCE OF 765.00 FEET TO A PK MAG NAIL
SET;
THENCE SOUTH 89°38'36" WEST, A DISTANCE OF 1,086.02 FEET TO THE POINT OF
BEGINNING. CONTAINING 11.67 ACRES OF LAND, MORE OR LESS.
DEED DESCRIPTION
DEVELOPER TEAM
S.L. COUNTY MONUMENT AS NOTED
SET REBAR AND CAP
BOUNDARY LINE
ADJACENT PARCEL
SECTION LINE
EASEMENT
LEGEND
MOODY TOWNHOMES PRELIMINARY PLAT
LOCATED IN THE SOUTHWEST QUART OF SECTION 7,
TOWNSHIP 6 NORTH, RANGE 40 EAST, BOISE MERIDIAN
CITY OF REXBURG, MADISON COUNTY, ID
NOVEMBER 2025
PROJECT SITE
DEVELOPER:
UTAH DEVELOPMENT GROUP
10808 S. RIVER FRONT PARKWAY, SUITE 300
SOUTH JORDAN, UTAH 84095
(801) 641-8956
SURVEYOR:
LAYTON SURVEYS
ATTN: WILLIS D. LONG
837 SOUTH 500 WEST, STE 201,
WOODS CROSS, UT 84015
(801) 663-1641
CIVIL ENGINEER:
HUNT DAY ENGINEERING
ATTN: THOMAS HUNT, PE
3445 ANTELOPE DRIVE
SYRACUSE, UT 84075
(801) 664-4724
GEOTECHNICAL ENGINEER:
ROCKSMITH ENGINEERING
2426 DIAMOND H LANE
REXBURG, ID 83440
(801) 556-6407
SOUTH QUARTER CORNER
SEC. 7, T6N, R40E, B.M.
FOUND BRASS CAP
IN. 404616MOODY ROAD
79-FT PUBLIC RIGHT-OF-WAY
SOUTHWEST CORNER
SEC. 7, T6N, R40E, B.M.
FND 3" BRASS MON @ W EDGE OF BRIDGE
IN. 268004
POINT OF BEGINNING
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A
Y
(
W
I
D
T
H
V
A
R
I
E
S
)
TETO
N
I
S
L
A
N
D
C
A
N
A
L
SET RBC
PLS "20907"
FOUND RBC
"TVS PLS 13856"
FOUND RBC
"TVS PLS 13856"
SET RBC
PLS "20907"
SET RBC
PLS "20907"
SET RBC
PLS "20907"
SET RBC
PLS "20907"
SET RBC
PLS "20907"
EX 80-FT
CANAL EASEMENT
PRIVATE ROAD - A
PRIV
A
T
E
R
O
A
D
-
B
PR
I
V
A
T
E
R
O
A
D
-
2
PR
I
V
A
T
E
R
O
A
D
-
3
PRIVATE ROAD - 1
SUB9ECT PROPERTY
SHIRLEY SUBDIVISION, BLOCK 1
465,560 SQ FT / 10.69 AC
2nd East / Moody Rd Moody Townhomes
AM Existing 03/24/2026
AM EXISTING 1:53 pm 03/16/2026 Baseline Synchro 12 Report
Hunt Day Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 4 8 209 2 138 5 876 229 152 575 3
Future Volume (veh/h) 10 4 8 209 2 138 5 876 229 152 575 3
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 11 4 9 227 2 150 5 952 249 165 625 3
Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 259 96 215 387 4 294 525 1830 477 282 2330 1042
Arrive On Green 0.04 0.19 0.19 0.04 0.19 0.19 0.66 0.66 0.66 0.66 0.66 0.66
Sat Flow, veh/h 1774 511 1149 1774 21 1566 795 2779 725 464 3539 1583
Grp Volume(v), veh/h 11 0 13 227 0 152 5 605 596 165 625 3
Grp Sat Flow(s),veh/h/ln 1774 0 1660 1774 0 1586 795 1770 1735 464 1770 1583
Q Serve(g_s), s 0.6 0.0 0.8 5.0 0.0 10.3 0.3 21.3 21.4 34.5 8.8 0.1
Cycle Q Clear(g_c), s 0.6 0.0 0.8 5.0 0.0 10.3 9.1 21.3 21.4 55.9 8.8 0.1
Prop In Lane 1.00 0.69 1.00 0.99 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 259 0 311 387 0 297 525 1165 1142 282 2330 1042
V/C Ratio(X) 0.04 0.00 0.04 0.59 0.00 0.51 0.01 0.52 0.52 0.58 0.27 0.00
Avail Cap(c_a), veh/h 259 0 311 387 0 297 525 1165 1142 282 2330 1042
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.3 0.0 39.9 42.0 0.0 43.8 10.4 10.6 10.7 25.2 8.5 7.0
Incr Delay (d2), s/veh 0.3 0.0 0.3 6.4 0.0 6.2 0.0 1.7 1.7 8.6 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 0.4 5.1 0.0 5.0 0.1 10.8 10.6 5.1 4.3 0.0
LnGrp Delay(d), s/veh 36.6 0.0 40.2 48.4 0.0 50.0 10.4 12.3 12.4 33.8 8.8 7.0
LnGrp LOS D D D D B B B C A
Approach Vol, veh/h 24 379 1206 793
Approach Delay, s/veh 38.6 49.0 12.3 14.0
Approach LOS D D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 83.5 9.5 27.0 83.5 9.5 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 79.0 5.0 18.0 79.0 5.0 22.5
Max Q Clear Time (g_c+I1), s 23.4 7.0 2.8 57.9 2.6 12.3
Green Ext Time (p_c), s 10.9 0.0 0.0 6.6 0.0 0.5
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 18.9
HCM 2010 LOS B
2nd East / Moody Rd Moody Townhomes
PM Existing 03/24/2026
PM EXISTING 3:00 pm 03/24/2026 Baseline Synchro 12 Report
Hunt Day Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 8 6 10 239 6 158 8 826 242 162 925 8
Future Volume (veh/h) 8 6 10 239 6 158 8 826 242 162 925 8
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 9 7 11 260 7 172 9 898 263 176 1005 9
Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 235 123 193 382 12 287 349 1779 520 295 2330 1042
Arrive On Green 0.04 0.19 0.19 0.04 0.19 0.19 0.66 0.66 0.66 0.66 0.66 0.66
Sat Flow, veh/h 1774 654 1028 1774 62 1530 554 2703 790 482 3539 1583
Grp Volume(v), veh/h 9 0 18 260 0 179 9 587 574 176 1005 9
Grp Sat Flow(s),veh/h/ln 1774 0 1681 1774 0 1593 554 1770 1723 482 1770 1583
Q Serve(g_s), s 0.5 0.0 1.1 5.0 0.0 12.3 0.9 20.4 20.5 35.4 16.3 0.2
Cycle Q Clear(g_c), s 0.5 0.0 1.1 5.0 0.0 12.3 17.2 20.4 20.5 55.8 16.3 0.2
Prop In Lane 1.00 0.61 1.00 0.96 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 235 0 315 382 0 299 349 1165 1135 295 2330 1042
V/C Ratio(X) 0.04 0.00 0.06 0.68 0.00 0.60 0.03 0.50 0.51 0.60 0.43 0.01
Avail Cap(c_a), veh/h 235 0 315 382 0 299 349 1165 1135 295 2330 1042
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.5 0.0 40.0 43.4 0.0 44.6 13.9 10.5 10.5 24.8 9.8 7.0
Incr Delay (d2), s/veh 0.3 0.0 0.3 9.4 0.0 8.6 0.1 1.6 1.6 8.6 0.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.5 6.7 0.0 6.1 0.2 10.3 10.1 5.4 8.0 0.1
LnGrp Delay(d), s/veh 36.8 0.0 40.4 52.9 0.0 53.2 14.0 12.0 12.1 33.4 10.4 7.1
LnGrp LOS D D D D B B B C B A
Approach Vol, veh/h 27 439 1170 1190
Approach Delay, s/veh 39.2 53.0 12.1 13.7
Approach LOS D D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 83.5 9.5 27.0 83.5 9.5 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 79.0 5.0 18.0 79.0 5.0 22.5
Max Q Clear Time (g_c+I1), s 22.5 7.0 3.1 57.8 2.5 14.3
Green Ext Time (p_c), s 10.5 0.0 0.0 9.8 0.0 0.6
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 19.4
HCM 2010 LOS B
2nd East / Moody Rd Moody Townhomes
AM Proposed 03/24/2026
AM Synchro 12 Report
Hunt Day Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 24 18 36 209 7 138 15 876 229 152 575 7
Future Volume (veh/h) 24 18 36 209 7 138 15 876 229 152 575 7
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 26 20 39 227 8 150 16 952 249 165 625 8
Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 254 106 207 345 15 284 523 1830 477 282 2330 1042
Arrive On Green 0.04 0.19 0.19 0.04 0.19 0.19 0.66 0.66 0.66 0.66 0.66 0.66
Sat Flow, veh/h 1774 565 1103 1774 81 1515 791 2779 725 464 3539 1583
Grp Volume(v), veh/h 26 0 59 227 0 158 16 605 596 165 625 8
Grp Sat Flow(s),veh/h/ln 1774 0 1668 1774 0 1595 791 1770 1735 464 1770 1583
Q Serve(g_s), s 1.4 0.0 3.6 5.0 0.0 10.7 1.0 21.3 21.4 34.5 8.8 0.2
Cycle Q Clear(g_c), s 1.4 0.0 3.6 5.0 0.0 10.7 9.8 21.3 21.4 55.9 8.8 0.2
Prop In Lane 1.00 0.66 1.00 0.95 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 254 0 313 345 0 299 523 1165 1142 282 2330 1042
V/C Ratio(X) 0.10 0.00 0.19 0.66 0.00 0.53 0.03 0.52 0.52 0.58 0.27 0.01
Avail Cap(c_a), veh/h 254 0 313 345 0 299 523 1165 1142 282 2330 1042
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.7 0.0 41.1 43.9 0.0 44.0 10.5 10.6 10.7 25.2 8.5 7.0
Incr Delay (d2), s/veh 0.8 0.0 1.3 9.5 0.0 6.5 0.1 1.7 1.7 8.6 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.0 1.8 5.6 0.0 5.3 0.2 10.8 10.6 5.1 4.3 0.1
LnGrp Delay(d), s/veh 37.5 0.0 42.4 53.3 0.0 50.5 10.7 12.3 12.4 33.8 8.8 7.1
LnGrp LOS D D D D B B B C A A
Approach Vol, veh/h 85 385 1217 798
Approach Delay, s/veh 40.9 52.2 12.3 13.9
Approach LOS D D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 83.5 9.5 27.0 83.5 9.5 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 79.0 5.0 18.0 79.0 5.0 22.5
Max Q Clear Time (g_c+I1), s 23.4 7.0 5.6 57.9 3.4 12.7
Green Ext Time (p_c), s 11.1 0.0 0.2 6.6 0.0 0.5
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 20.0
HCM 2010 LOS B
1:53 pm 03/16/2026 Baseline PROPOSED
2nd East / Moody Rd Moody Townhomes
PM Proposed 03/24/2026
PM PROPOSED 4:06 pm 03/24/2026 Baseline Synchro 12 Report
Hunt Day Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 16 14 26 239 19 158 34 826 242 162 925 21
Future Volume (veh/h) 16 14 26 239 19 158 34 826 242 162 925 21
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 17 15 28 260 21 172 37 898 263 176 1005 23
Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 248 95 178 395 34 280 334 1720 503 285 2252 1008
Arrive On Green 0.05 0.16 0.16 0.08 0.20 0.20 0.64 0.64 0.64 0.64 0.64 0.64
Sat Flow, veh/h 1774 583 1088 1774 175 1434 546 2703 790 482 3539 1583
Grp Volume(v), veh/h 17 0 43 260 0 193 37 587 574 176 1005 23
Grp Sat Flow(s),veh/h/ln 1774 0 1671 1774 0 1610 546 1770 1723 482 1770 1583
Q Serve(g_s), s 0.8 0.0 2.4 8.5 0.0 12.1 4.1 19.9 20.0 34.5 15.9 0.6
Cycle Q Clear(g_c), s 0.8 0.0 2.4 8.5 0.0 12.1 19.9 19.9 20.0 54.5 15.9 0.6
Prop In Lane 1.00 0.65 1.00 0.89 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 248 0 273 395 0 315 334 1126 1097 285 2252 1008
V/C Ratio(X) 0.07 0.00 0.16 0.66 0.00 0.61 0.11 0.52 0.52 0.62 0.45 0.02
Avail Cap(c_a), veh/h 248 0 273 395 0 315 334 1126 1097 285 2252 1008
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 35.1 0.0 39.5 37.9 0.0 40.5 15.2 10.9 10.9 25.7 10.2 7.4
Incr Delay (d2), s/veh 0.5 0.0 1.2 8.3 0.0 8.7 0.7 1.7 1.8 9.7 0.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 1.2 4.1 0.0 6.1 0.7 10.2 9.9 5.3 7.9 0.3
LnGrp Delay(d), s/veh 35.6 0.0 40.7 46.3 0.0 49.1 15.9 12.6 12.7 35.4 10.8 7.4
LnGrp LOS D D D D B B B D B A
Approach Vol, veh/h 60 453 1198 1204
Approach Delay, s/veh 39.3 47.5 12.8 14.3
Approach LOS D D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 74.5 13.0 22.5 74.5 9.5 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 70.0 8.5 18.0 70.0 5.0 21.5
Max Q Clear Time (g_c+I1), s 22.0 10.5 4.4 56.5 2.8 14.1
Green Ext Time (p_c), s 10.9 0.0 0.1 7.5 0.0 0.6
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 19.3
HCM 2010 LOS B
Hunt Day
Thomas Hunt, PE
3445 Antelope Drive Suite 200
Syracuse, UT 84050
801.664.4724